Vertical deformation control method for hybrid multi-dimensional shock insulation support system

Abstract

The invention relates to the technical field of building structure seismic isolation, in particular to a mixed multi-dimensional seismic isolation support system vertical deformation control method which comprises the following steps that a mixed multi-dimensional seismic isolation support system is designed and comprises multiple seismic isolation support units; a grading pre-pressing control system is innovatively applied; pre-pressing is completed before the support leaves a factory; carrying out field installation and unlocking; and vertical deformation data are obtained in real time, and the jack group is started for reverse compensation. Classified prepressing-locking is carried out on different types of supports in a factory, graded release is carried out along with increase of construction loads after field installation, and whole-process wireless monitoring-compensation closed loop is assisted, so that differential settlement is controlled within a design allowable range; according to the method, the structure of the support body is not changed, cost is low, construction is convenient and fast, and the seismic isolation-vibration isolation combined requirements of high-intensity seismic areas and high-speed railway underneath pass buildings are met.

Description

TECHNICAL FIELD

[0001] The application relates to a vertical deformation control method of a hybrid multi-dimensional isolation bearing system. BACKGROUND

[0002] In modern building structures, isolation technology is widely used to improve the seismic performance of buildings. As the core component of the isolation system, the performance of the isolation bearing directly affects the seismic effect of the entire building structure. The hybrid multi-dimensional isolation bearing system is a new type of isolation technology that combines multiple isolation materials and structural forms, which can effectively isolate the transmission of seismic waves in multiple directions.

[0003] However, the existing hybrid multi-dimensional isolation bearing system has certain deficiencies in vertical deformation control, especially under large loads and complex working conditions, the vertical deformation of the bearing is difficult to accurately control, which may affect the overall performance of the isolation system and the safety of the building.

[0004] Therefore, it is of great significance to develop a vertical deformation control method of a hybrid multi-dimensional isolation bearing system to improve the performance of the hybrid multi-dimensional isolation bearing system. SUMMARY

[0005] The purpose of the application is to solve the problems in the prior art and provide a vertical deformation control method of a hybrid multi-dimensional isolation bearing system.

[0006] In order to achieve the above purpose, the application adopts the following technical scheme: A vertical deformation control method of a hybrid multi-dimensional isolation bearing system, comprising the following steps: S1, designing a hybrid multi-dimensional isolation bearing system, including multiple isolation bearing units, multiple vibration and vibration double control three-dimensional steel spring bearings, multiple vibration and vibration double control three-dimensional rubber bearings, multiple isolation rubber bearings and multiple elastic slide plate bearings in the multiple isolation bearing units; S2, innovatively using a hierarchical pre-pressing control system, determining the pre-pressing amount Δ_p and the locking force F_lock according to the bearing type and the design deformation Δ_design, so as to eliminate the inelastic deformation in the bearing and ensure that the bearing can work stably in formal use; S3, completing pre-pressing before the bearing leaves the factory, and locking the bearing in the pre-pressing state by using a high-strength bolt-disk spring assembly; S4, after on-site installation, along with the increase of the upper structure load P(t), when the upper structure load P(t) is greater than or equal to the locking force F_lock, the locking is released, and the vertical deformation of the bearing develops freely from the pre-pressing amount Δ_p to the final deformation Δ_final; S5, in the whole construction and use stage, vertical deformation data are obtained in real time through the wireless displacement monitoring network, when the differential settlement of any two supports is greater than the design allowed differential deformation amount Delta_diff_allow, the jack group is started to reverse compensate.

[0007] Compared with the prior art, the application controls the differential settlement within the design allowed range by implementing classified pre-pressing-locking of different types of supports in the factory, releasing step by step with the increase of construction load after field installation, and assisting with the whole-process wireless monitoring-compensation closed loop; the method does not change the structure of the support body, is low in cost, convenient in construction, and is suitable for the isolation-vibration combined demand of high-intensity seismic areas and high-speed railways under buildings.

[0008] Preferably, the shock-vibration double-control three-dimensional steel spring support comprises a lower embedded part, a control unit is installed at the upper end of the lower embedded part, a spring support is detachably connected to the upper end of the control unit, an upper base plate is connected to the upper end of the spring support, and a plurality of first upper anchoring steel bars and a plurality of studs are installed at equal intervals at the upper end of the upper base plate.

[0009] Preferably, the upper base plate comprises an upper base plate and a mirror surface non-stop steel plate arranged from top to bottom.

[0010] Preferably, the number n of high-strength bolts is calculated according to the formula n >= 1.4F_lock / (0.9f_ub*A_s), and the bolts are symmetrically arranged.

[0011] Preferably, for the rubber support, secondary pre-pressing is needed: after the first pre-pressing for 7 days, the bolts are loosened and loaded again to Delta_p to eliminate creep.

[0012] Preferably, Delta_diff_allow <= 5mm, and Delta_allow <= L / 1000, wherein L is the interval of the supports.

[0013] Preferably, the jack group is synchronously controlled by PLC, and the jacking compensation accuracy is <= 0.5mm.

[0014] Further, the purpose of comprehensive operation is achieved through synchronous control, and the purpose of precision control is achieved to ensure the supporting effect.

[0015] Preferably, the shock-vibration double-control three-dimensional rubber support comprises a positioning pre-embedded plate, a vertical control unit is connected to the upper end of the positioning pre-embedded plate, a natural / lead-zinc rubber support is connected to the upper end of the vertical control unit, a plurality of hexagonal head bolts are arranged through the upper end of the natural / lead-zinc rubber support, a plurality of pre-embedded sleeves are connected to the upper ends of the plurality of hexagonal head bolts, and a plurality of second upper anchoring steel bars are arranged through the plurality of pre-embedded sleeves.

[0016] The application has the following beneficial effects: 1、 The present application actively consumes most of the deformation by pre-pressing the three-dimensional support, effectively controls the vertical deformation after the support is installed, and meets the design requirements; 2、 For the three-dimensional rubber support, secondary pre-pressing is adopted to fully release the initial relaxation stress, so that the support is more stable in deformation during service, and the deformation deviation in the later stage is reduced; 3、 Precise support installation control, including elevation, center line, levelness control of pre-embedded parts and pouring process of lower support pier, ensures the accuracy of support installation and lays a foundation for subsequent deformation control; 4、 The whole process deformation monitoring can master the deformation of the support in real time, find problems in time and take measures to ensure that the deformation difference between the supports in each stage is controlled within the allowable range; 5、 Timely pre-pressing device unloading ensures that the support enters the normal working state after reaching the design load, further ensuring the safety and stability of the upper structure. BRIEF DESCRIPTION OF DRAWINGS

[0017] Figure 1 The mixed multi-dimensional isolation support system plane layout in the present application; Figure 2 The mixed multi-dimensional isolation support system section layout schematic diagram above the high-speed rail top plate in the present application; Figure 3 The structure diagram of the vibration and shock double-control three-dimensional rubber support in the present application; Figure 4 The structure diagram of the positioning pre-embedded plate in the present application; Figure 5 The structure diagram of the vibration and shock double-control three-dimensional steel spring support in the present application; Figure 6 The pre-pressing-locking-releasing flowchart in the present application; Figure 7 The differential settlement control effect comparison curve in the present application; In the figure: 1 vibration and shock double-control three-dimensional steel spring support, 11 first upper anchoring steel bar, 12 bolt, 13 upper base plate, 14 spring support, 15 control unit, 16 lower embedded part, 2 vibration and shock double-control three-dimensional rubber support, 21 second upper anchoring steel bar, 22 pre-embedded sleeve, 23 hexagonal head bolt, 24 natural / lead-zinc rubber support, 25 vertical control unit, 26 positioning pre-embedded plate, 3 isolation rubber support, 4 elastic sliding plate support. DETAILED DESCRIPTION

[0018] The technical solutions in the embodiments of the present application will be described clearly and completely in combination with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all the embodiments.

[0019] I. Project Overview Take a certain terminal project as an example. The terminal building area is 730,000 square meters, and the regional fault structure is very developed. There are 10 earthquake fault zones near the site, and the nearest Xiaojiang fault zone is only 10.1 km away, which is a Holocene active fault. According to the "China Seismic Parameter Zoning Map" (GB18036-2015), the seismic intensity of the terminal is 8 degrees (0.3g), belonging to high intensity area. At the same time, in order to realize the most efficient passenger transfer mode and create a multi-mode traffic integration integrated aviation hub, the newly built high-speed railway main line directly passes through the terminal from below, with a running speed of 350 km / h. The high-speed rail and the upper structure of the terminal share the column base, forming a spatially staggered and highly integrated railway introduction system, which not only aggravates the vibration and noise problems, but also may cause obvious discomfort to passengers and staff in the terminal.

[0020] In order to effectively deal with the above problems, the project carried out seismic engineering geological condition survey, three-dimensional model seismic response analysis, Z-direction vibration response analysis and other work in the early stage. Finally, a hybrid multi-dimensional isolation support system was innovatively adopted. That is: mixed use of earthquake and vibration double control three-dimensional steel spring support, earthquake and vibration double control three-dimensional rubber support and laminated rubber support, etc. Among them, the earthquake and vibration double control three-dimensional support adds vertical vibration isolation units and damping units based on horizontal isolation support, decouples horizontal deformation and vertical deformation, ensures that the vertical unit only has vertical deformation, and adjusts the vertical vibration frequency of the structure by adjusting the stiffness of the vertical unit, to achieve the effect of isolating vertical vibration.

[0021] This design can effectively isolate the horizontal seismic force while isolating the vertical vibration, ensuring the safety and comfort of the terminal and transportation hub under the operation of high-speed rail. But it also brings new challenges to the installation on site.

[0022] Specifically: this new type of hybrid multi-dimensional isolation support system, because it uses a variety of support forms with different vertical stiffness in a relatively concentrated area, the compression amount of different supports under normal use is inconsistent, the vertical deformation difference is large, and with the gradual increase of load in engineering construction, the support continues to deform unevenly until it reaches the design bearing capacity. At the same time, the high-speed rail line passes through the terminal obliquely, and it is not possible to flexibly set up structure settlement joints between different supports. There are many forms of supports in one construction area, which is easy to cause uneven settlement and damage to the upper structure.

[0023] A typical section of the project is taken as an example. The DCVE-2 three-dimensional steel spring bearing is used above the high-speed rail main line, with vertical bearing capacity of 9000KN, frequency ≤4HZ, vertical compression stiffness of 445KN / mm, and vertical deformation of 20mm. The 3D-LNR1200 three-dimensional rubber bearing is used above the high-speed rail branch line and one span of the expansion, with vertical bearing capacity of 13500KN, frequency ≤5.5HZ, vertical compression stiffness of 1645KN / mm, and vertical deformation of 30mm. The LNR1200 isolation rubber bearing is used in the non-high-speed rail area, with vertical bearing capacity of 13500KN, frequency ≈9HZ, vertical compression stiffness of 4500KN / mm, and vertical deformation of 5mm. The main structure has an axle distance of 9m, an allowable deformation of 1‰, and an allowable deformation of 9mm. As can be seen, the vertical deformation of the three-dimensional bearing does not meet the design requirements, and effective measures need to be taken to absorb the vertical deformation. The deformation of the three bearings in the same structural unit is not uniform, and the uneven settlement of the superstructure can easily lead to cracking and other problems, so effective measures need to be taken to absorb the uneven deformation between different bearings.

[0024] Based on the above principles, preloading measures need to be taken for the three-dimensional bearing to actively consume about 80% of the large deformation before installation, leaving about 20% of the small deformation to compensate for the deviation of the deformation target value due to insufficient final load. For example, the preloading deformation of the DCVE-2 bearing is 15mm, and the remaining deformation is about 5mm. The preloading deformation of the 3D-LNR1200 bearing is 15mm, and the remaining deformation is about 5mm. The two-dimensional bearing is not preloaded, and the deformation is still 5mm. In this way, the deformation of the three bearings meets the requirement of <9mm, and the deformation difference between the bearings at each stage can be controlled within 5mm, meeting the structural design requirements.

[0025] II. Construction process: The following technical route is adopted during construction: 1. Classification and preloading The preloading value is determined according to the type of bearing and the target deformation: Steel spring bearing: preloading amount Δ_p1=0.7~0.8Δ_design, locking force F_lock≈0.7R_y(R_y is the yield bearing capacity); Rubber bearing: preloaded for the first time for 7 days, then preloaded for the second time to eliminate creep, Δ_p2=0.7Δ_design; Laminated bearing: no preloading.

[0026] 2. Repeatable locking device High-strength bolt-spring locking components are arranged between the upper and lower connecting plates of the bearing, and the number of bolts n is calculated according to formula (1): n≥1.4F_lock / (0.9f_ub·A_s)…(1) Where f ub is the tensile strength of the bolt, A s is the effective cross-sectional area of the thread.

[0027] 3. Release control With the increase of the superstructure construction load P(t), when formula (2) is met, the locking device is automatically or manually released: P(t)≥F_lock…(2) After release, the support enters the free compression stage, and the final deformation Δ_final=Δ_design-Δ_p≤Δ_allow.

[0028] 4. Whole process monitoring-early warning-compensation closed loop Wireless displacement sensing nodes (±0.1mm accuracy) are used to collect vertical deformation in real time; when the difference between any two nodes is >0.8Δ_diff_allow, the PLC controls the jack group to perform micro reverse jacking compensation; Through the above scheme, the hybrid multi-dimensional isolation bearing system can meet the following requirements in the entire use stage: a) The final vertical deformation of a single support is ≤ the design allowable value Δ_allow; b) The differential settlement between any two supports is ≤ the design allowable differential deformation Δ_diff_allow; c) Without increasing the complexity of the support structure, it is suitable for existing production lines and installation process; Implementation process Step 1: Pre-press and lock the three-dimensional support in the factory; Step 2: High-precision installation of pre-embedded parts (elevation ±1mm, levelness 1 / 1000); Step 3: Hoist the support into place, initial screwing-retest-final screwing; Step 4: During the structure construction, automatically compare P(t) and F_lock every time the load is increased by one level to trigger release; Step 5: Perform differential settlement evaluation before completion and acceptance, and start compensation jacking if necessary.

[0029] Support production-three-dimensional support pre-pressing-support installation-structure construction and whole process deformation monitoring-three-dimensional support pre-pressing device unloading-deformation monitoring and evaluation III. Construction process 1. Three-dimensional support pre-pressing The three-dimensional support is pre-pressed before the support appears. The support is vertically and uniformly loaded by a press until the pre-pressing deformation amount, and the pre-pressing force P1 is recorded. The high-strength bolts are used to lock the support, and the number and type of high-strength bolts are calculated according to the pre-pressing force P1. The high-strength bolts should be symmetrically and uniformly arranged. Taking the DCVE-2 vibration and vibration double-control three-dimensional steel spring support as an example, the pre-pressing deformation amount is 15 mm, and the pre-pressing force P1 is about 70% of the vertical bearing capacity, that is: P1≈6300KN. Sixteen M308.8 high-strength bolts can be used for locking, and the single bolt tension load is calculated as 466KN, and the total tension load is 7456KN>P1.

[0030] For three-dimensional rubber bearings, due to the large creep of rubber material within one week after pre-pressing, the pre-pressing force will rebalance, and secondary pre-pressing is needed to fully release the initial relaxation stress, so that the deformation of the support is more stable during service. After one week of the first pre-pressing, the support is placed on the press again, and the bolts are loosened by 10 mm after the pre-pressing bolts are loosened. Slowly and uniformly adjust the pressure of the press, control to the pre-pressing deformation value, record the pre-pressing force P2, increase or decrease the high-strength bolts according to the pre-pressing force P2, and then tighten again.

[0031] 2, support installation 1) Pre-embedded part installation The elevation control of the vibration and vibration double-control three-dimensional steel spring support 1 is as follows: the bolt and nut are used to fix the nut and the lower support pier reinforcement by spot welding, the distance from the top surface of the support pier (the bottom of the positioning plate) to the top surface of the reinforcement is the thickness of the reinforcement protection layer, and the height of the bolt is adjusted according to the elevation measurement of the lower support pier. This method has high construction precision and is convenient to adjust.

[0032] The center line (axis) control of the vibration and vibration double-control three-dimensional rubber support 2 is as follows: the center line of the positioning plate coincides with the center line of the lower support pier in the plane, and in general there is no eccentricity of the positioning plate. Before installation, the center line of the positioning plate is popped out, the cross engineering line is pulled through the line or the longitudinal and transverse infrared instruments are used to determine the position of the support pier center line, and the cross center line on the positioning plate coincides with the hung cross engineering line to determine the plane position of the positioning plate.

[0033] The levelness control of the isolation rubber support 3 is as follows: the horizontal ruler checks the diagonal levelness of the positioning plate. The bubble of the horizontal ruler is in the center.

[0034] The anchor sleeve assembly installation and fixation of the elastic sliding plate support 4 are as follows: after the positioning plate axis (center line) and elevation control meet the requirements, the anchor sleeve assembly is inserted into the lower support pier reinforcement cage one by one, and is fixed by connecting with the positioning plate by bolts. The upper and lower points of each anchor are fixed firmly by spot welding with the main reinforcement of the lower support pier using 14 mm short steel bars.

[0035] 2) Lower support pier pouring 1. The first pouring of the three-dimensional steel spring support 1: The concrete is poured and formed at one time. The concrete is poured into the reserved hole in the middle of the embedded plate. During the vibrating process, the positioning plate and anchor bar must not be collided. Directly stepping on the positioning plate is prohibited to prevent the deviation of the axis, elevation and levelness, which affects the installation quality. After the initial setting of the concrete pouring and before the final setting, the positioning plate is removed. The original slurry is leveled and smoothed (the flatness is checked by a level). Then, the surface of the lower pier is re-measured and recorded. The re-measurement includes the elevation, center position and levelness. The top surface of the lower pier is 2-3 mm higher than the top surface of the sleeve to facilitate the local polishing of the concrete before the installation of the three-dimensional isolation support.

[0036] 2. The second grouting of the three-dimensional rubber support 2 (the positioning plate is not removed): When the lower pier is relatively high, the second grouting method is used for construction. The concrete is poured to the bottom of the positioning plate. The positioning plate is removed. The top surface of the lower pier is chiseled by 50 mm. The positioning plate is installed again and the bolts are tightened. The second grouting is performed by using a high-strength grouting material with good fluidity, micro-expansion and no shrinkage. The strength grade of the grouting material should be one grade higher than the original strength grade of the lower pier (column).

[0037] 3) Support installation The level is used to check the levelness of the surface of the lower pier. The angle grinder is used to polish the surface. The air blower is used to clean the debris on the surface of the pier and the sleeve. The support is installed after the concrete strength of the lower pier reaches 75% of the design strength. The two-dimensional support is installed by using a forklift. The three-dimensional support is installed by using a tower crane or a truck crane. After the support is hoisted into position, all the bolts are screwed into the sleeve. The bolts are tightened symmetrically in two times. The isolation support is installed and accepted separately. After the acceptance, the upper structure construction can be performed.

[0038] 3. Structure construction During the binding process of the upper pier reinforcement cage, the positioning plate on site can be used to pre-reserve the position of the upper pier anchor bar. Then, the upper pier reinforcement cage is placed on the top surface of the support. The upper embedded part is connected to the three-dimensional isolation support by bolts. The bottom form of the upper pier is installed in turn. The surface of the bottom form should be flat or slightly higher than the top surface of the support. After the pouring and demolding of the upper pier concrete, the upper flange plate should be exposed. Attention should be paid to the upper column bar. When the anchoring length is met, a straight anchor can be used. Due to the installation process of the three-dimensional isolation support and the template support and removal process, the paint on the flange plate of the three-dimensional isolation support is inevitably damaged and contaminated. After the construction of the three-dimensional isolation layer is completed and the template is removed, the paint on the flange plate of the three-dimensional isolation support is repaired and cleaned. The surface of the bolts is greased to form a protective film and reduce the corrosion of the bolts in the later period. After the construction of the upper pier is completed, the upper structure construction is continued.

[0039] 4. Deformation monitoring To monitor the deformation of the bearings during the gradual loading of the superstructure load and to verify the effectiveness of the preloading device, deformation monitoring of the bearings is necessary. Monitoring items include vertical compressive deformation, horizontal tilt displacement, and lateral uneven deformation. The monitoring schedule should be determined based on the bearing capacity, preload, structural form, and construction period. Taking an airport project as an example, monitoring should be conducted once after bearing installation, once after concrete structure construction, once after steel structure space frame construction, once after roof and curtain wall construction, once after large equipment installation, once before special acceptance, and once before final acceptance, for a total of seven measurements. 1) Vertical compression deformation The measuring tool is a steel tape measure or a rangefinder. The measuring points are the four midpoints of the cross-shaped supports. The maximum difference in readings between the four points is the value of the compression deformation.

[0040] 2) Horizontal tilt displacement The measurement is performed in both longitudinal and transverse directions. The method is to place a plumb bob on the center line of the flange plate and use a steel tape measure to measure the distance between the line and the flange plate. The difference between the two points is the displacement.

[0041] 3) Lateral uneven deformation: Under the design compressive stress, the bulge and indentation at the maximum bulge and indentation positions of the support are measured using a right-angle ruler and feeler gauge, and the maximum value is taken. Lateral uniform deformation refers to the three-dimensional seismic isolation support bulging outward uniformly on its side under the design compressive stress, with a lantern-shaped cross-section.

[0042] During monitoring, we observed that the two-dimensional supports deformed uniformly with increasing structural load until they stabilized, with a vertical deformation of approximately 5mm. The three-dimensional supports, due to the preloading device, showed virtually no change in vertical compression deformation before the completion of the concrete structure. This is because, as construction progressed, the building load gradually increased, and the vertical force borne by the preloading device gradually decreased. During this stage, the total load borne by the three-dimensional supports remained P1 / P2, and the deformation remained constant. After the completion of the concrete structure and the arrival of large equipment, the upper building load reached the preload P1 / P2, the preloading device automatically failed, the preload deformation was completely offset, and vertical compression deformation began until it stabilized, again with a deformation of approximately 5mm. This not only controls the vertical deformation of a single support to approximately 5mm after installation but also ensures that the deformation difference between different supports at any given time is within 5mm, meeting structural design and code requirements.

[0043] 5. Unloading of the three-dimensional support preloading device When the load on the upper part of the three-dimensional support reaches the target threshold (P1 / P2), the preload device automatically unlocks, and the three-dimensional support enters the working state. At this time, the preload bolts are not under force and can be directly loosened and recycled.

[0044] If there is a significant load deviation on the upper part of individual supports (the load is much lower than the design load), unloading is required. The unloading sequence is as follows: Arrange four sets of synchronous hydraulic jacks around the supports. The tonnage of the jacks should be selected from 20 to 100 tons depending on the bearing capacity of the vibration isolator. Connect them to the PLC control system and compress the supports in the reverse direction until they are compressed by 3mm and the bolts are loosened. Remove the preload bolts, and then slowly release the pressure from the jacks synchronously to complete the unloading of the three-dimensional support preload device.

[0045] Using the above methods, the hybrid multidimensional seismic isolation bearing system of the T2 terminal building project of the airport expansion project performed excellently in terms of vertical deformation control, effectively improving the seismic performance and safety of the building.

[0046] The above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any equivalent substitutions or modifications made by those skilled in the art within the scope of the technology disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the scope of protection of the present invention.

Claims

1. A method for controlling vertical deformation of a hybrid multidimensional seismic isolation bearing system, characterized in that, Includes the following steps: S1. Design a hybrid multidimensional seismic isolation bearing system, including multiple seismic isolation bearing units, each of which includes multiple vibration-controlled three-dimensional steel spring bearings (1), multiple vibration-controlled three-dimensional rubber bearings (2), multiple seismic isolation rubber bearings (3), and multiple elastic sliding plate bearings (4). S2. Innovative application of graded preload control system, the preload amount Δ_p and locking force F_lock are determined according to the support type and design deformation amount Δ_design, thereby eliminating inelastic deformation in the support and ensuring that the support can work stably when it is put into use. S3. The support is pre-loaded before leaving the factory, and a high-strength bolt-butterfly spring assembly is used to lock the support in the pre-loaded state. S4. After on-site installation, as the load P(t) of the superstructure increases, when the load P(t) of the superstructure is greater than or equal to the locking force F_lock, the locking is released, allowing the vertical deformation of the support to freely develop from the preload Δ_p to the final deformation Δ_final. S5. Throughout the construction and use phases, vertical deformation data is acquired in real time through a wireless displacement monitoring network. When the differential settlement between any two supports exceeds the design allowable differential deformation Δ_diff_allow, reverse compensation of the jack group is initiated.

2. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 1, characterized in that: The vibration dual-control three-dimensional steel spring support (1) includes a lower embedded part (16), a control unit (15) is installed on the upper end of the lower embedded part (16), a spring support (14) is detachably connected to the upper end of the control unit (15), an upper base plate (13) is connected to the upper end of the spring support (14), and a plurality of first upper anchoring steel bars (11) and a plurality of studs (12) are installed at equal intervals on the upper end of the upper base plate (13).

3. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 2, characterized in that: The upper substrate (13) includes an upper substrate and a mirror-finish steel plate arranged from top to bottom.

4. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 2, characterized in that: The number of high-strength bolts n is calculated according to the formula n≥1.4F_lock / (0.9f_ub·A_s), and the bolts are arranged symmetrically.

5. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 1, characterized in that: For rubber bearings, secondary preloading is required: after the initial preloading for 7 days, loosen the bolts and reload to Δ_p to eliminate creep.

6. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 4, characterized in that: The values ​​are Δ_diff_allow≤5mm and Δ_allow≤L / 1000, where L is the support spacing.

7. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 1, characterized in that: The jack group is synchronously controlled by a PLC, and the lifting compensation accuracy is ≤0.5mm.

8. The vertical deformation control method for a hybrid multidimensional seismic isolation bearing system according to claim 1, characterized in that: The vibration dual-control three-dimensional rubber bearing (2) includes a positioning embedded plate (26), the upper end of which is connected to a vertical control unit (25), the upper end of which is connected to a natural / lead-zinc rubber bearing (24), the upper end of which is provided with multiple hexagonal head bolts (23), the upper end of which is connected to multiple embedded sleeves (22), and each of the multiple embedded sleeves (22) is provided with a second upper anchoring steel bar (21).

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